Softening Coefficients for Prestressed Steel Fiber Reinforced Concrete. Prestressed Steel Fiber Reinforced Concrete in Tension.
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1 Constitutive Relationships of Prestressed Steel Fiber Reinforced Concrete in Tension Justin Mickey Softening Coefficients for Prestressed Steel Fiber Reinforced Concrete Thomas Kelleher NSF REU Summer Scholars University of Houston August, 2008
2 Overview of Today s Presentation Introduction Fabrication Testing Results Conclusions
3 Relevance Want to predict behavior of prestressed steel fiber reinforced concrete (SFRC) Applications include: Shear walls Box bridges Nuclear containment vessels Off-shore structures
4 Relevance Why steel fiber? Reduce or eliminate need for traditional shear reinforcement (stirrups) Less time and labor cost associated with stirrup pplacement and fabrication
5 Previous Research Researchers at UH have studied: Reinforced Concrete Steel Fiber Reinforced Concrete Prestressed Reinforced Concrete Currently studying behavior of prestressed Currently studying behavior of prestressed steel fiber reinforced concrete
6 Objectives For Prestressed SFRC: Constitutive relationship in tension Softening coefficients For both we want to: Calculate experimental Compare w/ previous theoretical Propose model
7 Mix Design Type I/II Cement Cement: Water ratio of 1:0.6 Target Compressive Strength of 6 ksi
8 Steel Fiber Reinforcement TEF-1: 0.5% by weight Dramix ZP x0.022 diameter fibers TEF-5: 1.5% by weight Dramix RC80/ x0.03 diameter fibers
9 Steel Reinforcement Transverse Direction: 10 grade 60 #4 steel rebar Longitudinal Direction: TEF-1 1:10 10 TEF5:5 TEF diameter grade 70 steel prestressing tendons 1 t 2
10 Form Layout Conduit Stirrups Ties
11 Casting Panels Mixing Slump Test 2 Batches Cylinder and Beam casting Vibrating
12 Cylinder and Beam Tests Cylinder Test: Compressive Strength Beam Test: Crack Strength
13 What is Prestressing? Improved tensile properties Residual compressive stress Stage T1 Tensile stress fcr σ c Not to scale Stage T2 Decompression ess o Compressive strain ε c ε cx ε cr ε c Tensile strain Stage UC ( i ci σ c Compressive stress σ ci, ε )
14 Prestressing Process Hydraulic Jack Specime Concrete Force per f ε σ pi Load Cell n ε ci σ ci Force Tendon TEF ksi TEF ( ksi) -330 kips 33 kips ksi ( kips kips) ksi ksi) kips) ksi ε pi TEF-5: LVDTs
15 Plate Attachment Half Inch Steel Plates Prevent Cracking outside the measurable area Provide Bracing for imbedded steel Rebar
16 The Universal Element Tester 37 hydraulic in- plane jacks 100 tons capacity per jack Manual control Computerized control
17 Computerized Control System Custom control boxes by Gardner systems Capable of Load and Strain control
18 Load Control Load Cells Real time load readings Computer automatically adjusts hydraulic pressure e Useful preyielding
19 Strain Control LVDTs (Linear Variable Differential Transformer) Signal amplifier Pressure adjustments based on strain readings Allows for postyeilding data acquisition
20 Installation Yoke Attachment Pin Insertion Jack Alignment LVDT Mounting
21 Testing Sequential loading Tension in longitudinal direction Compression in transverse direction Purely axial loading Applied stresses = principle stresses
22 Testing Loading Sequence Test Segment Description Duration Tensile End Goal 1 Elastic Tensile 15 min. 15 kips 0 2 Release 5 min Elastic Compressive 15 min kips 4 Release 5 min Tensile 60 min. 45 kips 0 6 Tensile mode switch from load-control to strain-control 7 Tensile 60 min. 1.0% strain 0 8 Compressive 90 min. 1.0% strain 85 kips 9 Compressive ~60 min 1.0% strain Failure Compressive End Goal
23 Testing Monitor: Real time stress-strain curves Cracking Record crack width manually Hold tension when 3/8 in.
24 Results: Cylinder/Flexural Data Obtain properties of concrete 6 cylinders & 2 flexural specimens tested for each panel Panel f ' c ε 0 E c f r TEF MPa (7.34 ksi) GPa (4883 ksi) 824 psi TEF MPa (5.82 ksi) GPa (4348 ksi) 1668 psi
25 Results: Tensile Behavior TEF-1 TEF-1 Tension Stress (ksi) Strain
26 Results: Tensile Behavior TEF-5 TEF-5 Tensile Stress (ksi) Strain
27 Results: Tensile Behavior Embedded Steel Tendon Contribution f = E ε s ps E ps f ps = E ε ps E 5 psε s 1 + f pu s 1 5
28 Results: Tensile Behavior Prestressed Concrete Steel Fiber Concrete σ + c = Ec ( ε c ε ci ) σ ci σ = c E c ( ε c ε cx) σ = ( c E ε ) c ( c σ = c f cr 0.5 ( Wf ) ε cr ε cr σ c = f ε cr c ε c
29 Results: Tensile Behavior Proposed Equations: σ c = Ec ( ε c ε ci ) + σ ci σ c = Ec ( ε c ε ( cx ) σ = c f cr ε cr ε c ( * Wf )
30 Results: Tensile Behavior Graphical Comparison of Steel Tendons TEF-1 TEF TEF-1 Steel Tension 300 TEF-5 Steel Tension s (ksi) Stress 150 s s (ksi) Experimental 150 Theoretical Stres Experimental Theoretical Strain Strain
31 Results: Tensile Behavior Graphical Comparison of Concrete TEF-1 TEF-1 Concrete Tension TEF-5 TEF-5 Concrete Tension k si) Stress (k Theoretical Experimental (ksi) Stress Theoretical Experimental Strain -0.5 Strain
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